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Plans ft:4.A* -- . , tte 4. -,.. ./,..--: / . ' 9 9 2 ii ti-. Clit r . - ' ' 2S 11 OCD 00107 / �. BANK OF AMERICA =. 15905 SW 116 Ave King City, OR 97224 S v\ i �l LC i , Pm I zoning- CG Young Electric Sign Company . �'�' 612 -6672 I VIC,1f11 34.12 CO r .. • Cr) CP i 1 07 -.. .04 \ i .. klor+i, C l . : . 50 . - 113 4 / / il No A ,c) 38 rTj E. _,,,,,,,, , ______ : _ I ,_ 2 _,, .. -- co j - 6' 4 6 — Z • lir , ...., -3 . . Nr . ct : ems *_ v ■ 656' 0 w 5f- CITY OF TIGARD Approved......... .. ... P D. V Conditionally Approved For only the world s described in 0 PERMIT NO ° ' _ . - �, . See Letter to: Foll • ..• • , Attach.............. - ]; • . Job Address ,y ]: • ..11 By. ___ Date: gtoigQ �'► a •... 1 • .,.... I Ps P ‘ hh 111. I:7 I A .. 8' -3' • 3' -I I/2' 2' -e' 3'•11/!' ( NOTES, 1• {I I. 125• R..t^ JTED ALU"SIN� 5IC31 FAC . ROLL TO RADIUS SHALFL 1 PANT FNI9H Ct1 � AMPLGNE MET B- ?II -GL059 FINISH. \ , , u£LD TO 125' ALU 1N1M FILLER PIECES AT SIDES, TOP, ANl7 : Qt, o , \, SCTTGtt _ rn 2 G HAMPAGN= ri FILLER TALLIC 11 -G O55 FMISH FR115H 3 . .15' CLEAR ACRYLIC F5.151-1 THRJ LE ■ tcrc, AND GR4.95-1IC. ROUT BACK BACKGROUND b25'. FIRST SURFACE DECORATE • LETTFRS AND BLUE FIELD OF SYMBOL WTI BLUE FILM-FIRST GO SURFACE DECORATE 'STRIPES' N 5Y3 YOL WIT1 -I FA=D FILM. I OP VIEW USE ARTWORK SUPPLIED BY A:.NER_ SECOND SURFACE O SCALE: 3:8'•1' - 0' D= CORATE E•TIFZ= SHEET WITH 311 DIFrUSER FILM 3b35 - 10 L'k4ITE I . - 3 I/2' 0 4. 125' ALUMINLI1 COLU`TI CLADDING. F041 A5 e 4c;iN PAINT FINISH CHAMPAGNE METALLIC. SEMI -GLOSS FINI54. SEE DETAIL. 8' -3' O' S GRIND St tOOT A CORNERS. MIT=T CUT, U °_LD. AND i /8' y ,.[ - � Ea A EQ � �i I 11. MA;4TEK B MOUNTED TO HORIZONTAL RACEWAY. Q © I O o 8. EXTRIDED ALU IM ELECTRICAL RACEWAY 111/ SNAP GN TOP. \ \ 1 / ® w * � i \ � 1 • _ STRJCIURAL STEEL PIPE COLLMN FOR FGEAD. SI=- AS I rD . MATCH PLATE GRJti Cr TO LCILER SUPPORT COLUIRI I � �� C 10. STRJGTURAL STEEL SGSIA� G JLU 41 612= AS F MATCi4 1-32), L:._ lJ U Lf nV ^(\ U At J a `J ■el� 1 � /�7t•aaRel� Q II. STAINLESS HYsE '•.' •ITPAI EL PIANO P CONTINUOUS ACROSS TOP. BELOW. / \ q. .t25' ALUMINUM BAFFLES FOR v R A7TdY^1T AND SUPPORT ® CF COLUMN CLADDING_ SEE DETAIL. / \ © . 13. SUPPLY SUPPORT ROD TO HOLD HINGED FACE OPEN DURING <(7141,4:11 \ / O MANTAJCE 8 �- 14. PLACE PRODUCT LABEL 1-15 SEE 51-1EET PL-1 FOR DETAILS. / / -. 44 it! 5. UL. APPROVED EIEENC CUT c:; SLIITCH. r C / / 0 �'' GENE: NOTES (-7.---- -- / Q ,"`•••• ` ALL PAINT TO BE TWO -PART POL fl. HA`L. CIA-IPAGNE METALLIC PAINT , . / \ TO BE DUPONT EITI4ER N • PEN.7INC� L • S K 250, MATTI M cWE, • P 21314R 62 - OR — -- MATTHEILS RED • MP 103518 6535, MATTI -FEES BLUE • MP 2161OR 65°x^ - , • 4 2 © O I ail O LM MATTHS B • • 65 BLUE FILM TO BE 3M • YG-842 Q -8425, RED FILM TO BE • YO-3'362 DIr�IS -_R FILM TO BE 3.M • 3635 -10 ( © PAINT INTERIORS CF 4 ALL C r ETS 1LH1T =, SATIN FINISH. USE GNLY M i .4N.FACTU =a APPROVED PAINT PRODUCTS. NOTE: COLOR FILM TO ISE MATCHED IN 3M 3632 SERIES FILM,. NOTE: FINIAL SIZNG FOR ALL STRICTLRA1_ MEMBERS (la. GOLIMN5. i MATCH PLATES. CONNECTION BOLTS, ANC«IOR BOLTS, FC.NDATIONLS, AND F I FOROE.M_*T) TO BE SIZED BY A LICE 5ED Et•1O IN--R II TO NT_: T ORDC: E=D ALL APPLICABLE LOCAL. STATE, AND I ® F =D NO TE: ETAL CODES. FABRICATOR IS R FI-Y 5PCINSIBLE FOR THE P=NTION OF 6 C 9 — 118' ANY LIGHTS LEAKS. s , � -2 ' Zs) z e Q I 2'm _ i i II w . . , S. • . A2 / I6' -0' ILLUMINATED PYLON SIDE VIEW FIRAMING- DETAIL O (HEAD SIZE 33.151 SQ. FTC SCALE: 3/8' •I'•0' OO SCALE: 3/8'•l' -0' ® SCALE: 3/8'•I' -0 •THI5 SIGN CAN BE USED AS A RETRO -FIT TO EXISTING NATIION5 BANK • SIGNS UTILIZING THE EXISTING POLE OR AS A STANDARD BOA SIGN TYPE. • :se documents are for design intent and shall structural, electrical, mechanical and foundation not be reproduced, copied or utilized except for Data 1 12.18.98 I Drawn By. MEB Monigle Associates, Inc. • sad only as s guide to produce the finished engineering. These documents were not produced title specific project for which they were created, 150 Adams Street MONIGLE AssoelATES is, appearances and functions shown. Nothing under an architectural services agreement These without Previous written authorization from I Revisions' 1 02.18.99 I Job Numbed 781.1 Denver, Colorado 8()2©8 aab ed in these documents shall be construed drawings are part of an original unpublished Monigle Associates, Inc. > design for any engineered element The design by Monigle Associates, Inc. The deta�ng February 22, tgge /1.11,C6 .,,, icatorlconbactorshell be responsible for all and information contained on these pages shall ©1996 Monigle Associates, Inc. 'All Rights Reserved' I Released Tog 1 BANK OF AMERICA I Page Number, I A2 -PYLON Drawing. A2•PTLOALnwo lSN/u N . - • 7/21/99 1:10 PM Structural Engineering Calculations for: Bank of America 16' Pylon Display, Sign Type A2 • Index Title 1 Specifications 2 Wind Loads 3 Steel Column 4 Footing 5 Plate Connection 6 Base Plate, Anchor Bolts 7 Reinforcing Steel 8 Drawing 9 �Q• 0 ->r-( 18154 P 1 N \‘..) Young Electric Sign Company By: D. Rolfe Check: B. Jones Sign Engineering 3.1 (C) 1998 Young Electric Sign Company • 7/21/99 1:09 PM SPECIFICATIONS Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Steel... Design and fabrication according to AISC -ASD, 9th edition. Plate, angle, channel, tee and wide flange: ASTM A36, Fy = 36 ksi. Round pipe: ASTM A53 Grade B or equivalent, Fy = 35 ksi. Square and rectangular tube: ASTM A500 Grade B, Fy = 46 ksi. High strength bolts: ASTM A325, non -slip critical (bearing type), snug tight. Anchor bolts or threaded rod: ASTM A36, Ft = 19.1 ki. Steel for reinforced concrete: ASTM A615, Grade 60. Welding... Design and fabrication according to AWS D1.1, current edition. AWS certification required of all structural welders. E70XX electrodes for SMAW processes. F7X -EXXX electrodes for SAW processes. Concrete... Design and construction according to ACI 318 -95. Compressive strength at 28 days, fc= 2,500 psi minimum. Concrete poured into constrained earth excavations must cure under proper conditions for 4 days prior to sign box installation. ( Exception: if the overall height of the sign is less than 20 feet and the sign pole is adequately braced against wind loads for a minimum of 4 days, the sign box may be installed the same day as the as the footing is poured. ) For pier and caisson footings, concrete must be poured against undisturbed earth. Maintain a minimum 3" concrete cover over all steel embeded in concrete below grade. Sign Engineering 3.1 (C) 1993 Young Electric Sign Company . • • 7/21 /99 1:09 PM WIND LOADS Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Ref: Uniform Building Code 1997 Basic Wind Speed= 80 mph, UBC figure 16 -1 Exposure= C flat terrain, generally open for 1/2 mile. Cq= 1.4 signs, flagpoles and lightpoles, UBC table 16 -H Calculation of Design Wind Pressures Height (ft): (qs) (Ce) (Cq) = Wind Pressure 15 16.4 1.06 1.4 24.3 psf 20 16.4 1.13 1.4 25.9 psf 25 16.4 1.19 1.4 27.3 psf 30 16.4 1.23 1.4 28.2 psf 40 16.4 1.31 1.4 30.0 psf 60 16.4 1.43 1.4 32.8 psf 80 16.4 1.53 1.4 35.1 psf 100 16.4 1.61 1.4 36.9 psf 120 16.4 1.67 1.4 38.3 psf 160 16.4 1.79 1.4 41.1 psf 200 16.4 1.87 1.4 42.9 psf 300 16.4 2.05 1.4 47.0 psf 400 16.4 2.19 1.4 50.2 psf Sign Engineering 3.1 (C) 1998 Young Electric Sign Company • • 7/21/99 1:09 PM STEEL COLUMN DESIGN Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Ref: Manual of Steel Construction, A /SC 9th Edition Areas Subject to Wind Forces Height Width Area Centroid Wind Description (ft) (ft) (sqft) (ft) (psf) 1) Sign Cabinet 4.020 8.250 33.165 13.990 24.31 2) Cover Above Joint 0.500 2.000 1.000 11.730 24.31 3) Cover Grade to Joint 11.480 2.000 22.960 5.740 24.31 4) 0.000 0.00 5) 0.000 0.00 6) 0.000 0.00 7) 0.000 0.00 8) 0.000 0.00 Calculation of Design Forces at Critical Heights y (ft) M (#') V (#) y (ft) M (#') V (#) @ grade 14,771 1,389 0.00 0 0 11.48 2,030 831 0.00 0 0 16.00 0 0 0.00 0 0 Column Support Design Table # of Column Column Length Start End Sleeve S act fb Cols Type Size Elev Elev Depth (P, TS) (ft) (ft) (ft) (in) (in A3) (ksi) 1 TS 5XX.25 11.48 0.00 11.48 N/A 6.78 26.1 1 P 3 "(.216) 4.52 11.48 16.00 0.0 1.72 14.2 Allowable Bending Stresses Column Column Criteria Stress increase factor= 1.00 Type Size TS 5:0(.25 b/t <190 /sqr(Fy) so... Fb= 0.66Fy 30.4 ksi P 3 "(.216) d/t <3300 /Fy so... Fb= 0.66Fy= 23.1 ksi Sign Engineering 3.1 (C) 1993 Young Electric Sign Company • 7/21/99 • 1:09 PM LATERAL BEARING PIER AND CAISSON FOOTINGS Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Ref: Uniform Building Code 1997 (Sec. 1806.8) # Footings= 1 Moment/Footing, M= 14,771 lb -ft Pass lat soil res, q= 200 psf Composite Centroid, h= 10.63 ft Equiv Concentrated Load, P= M /h= 1,389 lb Rectangular Pier Width, W= 3.5 ft, parallel to sign face Length, L= 3.5 ft, perpendicular to sign face Depth, D= (Al2)(1+ SQR(1 + (4.36h)/A))= 4.3 ft S1= (2)(q)(D /3)= 564 psf b= Sgrt(W ^2 + L ^2)= 4.9 ft A= (2.34)(P) / (S1)(b)= 1.2 Concrete Volume Outside Width of Column= 5 in Depth of Column in Footing= 0 ft Volume of Concrete per Footing= 2.0 cubic yards ( + -) Total Order Volume of Concrete= 2.0 cubic yards ( + -) Sign Engineering 3.1 (C) 1998 Young Electric Sign Company (/ • • • 7/21 1:09 PM PLATE TO PLATE BOLTED CONNECTION Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Ref: AISC Steel Manual, 9th Edition Plate Design # of Plate Conn. at this Elevation= 1 Total Bending Mom. at Plate Elev., M= 2,030 lb -ft, from "Columns" sheet Minimum Column Dimension, OD= 3.500 in, perpendicular to sign face Number of Bolts, n= 2 per line front and back Bolt Line Spacing, L= 8.00 in, from front to back Base Plate Dimensions: N= 10.00 in B= 10.00 in Tension per Bolt Line, T= 3,045 Ib, = M/L (simple moment couple) Maximum Moment on the Plate, Mpl= 6,851 lb -in, = (T)((L- OD) /2) Plate Thickness w/o Gussets, t= 0.34 in, = Sqrt((6M)/(Fb B) (2 matching plates greater than or equal to the calculated thickness) Bolt Design (using A325N High Strength Bolts, bearing connection) Tension per Bolt, Tb= 1,523 Ib, = T/n Required Area for Bolt, Ab= 0.03 sq in, = Tb /Ft, using Ft= 44,000 psi Min. Bolt Diameter, Db= 0.21 in Actual Bolt Diameter to by Used= 0.50 in, A325N High Strength Bolts Total Shear Load at Plate Elevation, V= 831 lb, see "Column" sheet Shear stress per bolt, fv= 2,116 psi, = V /(n Ab) Allowed Tension Stress with Shear, Ft= 43,776 psi, = sgrt(Ft ^2 - 4.39(fv) ^2) Actual Tension Stress per Bolt, ft= 7,754 psi, = Tb /Ab OK Bearing is negligible. Sign Engineering 3.1 (C) 1998 Young Electric Sign Company 7 • 7/21/99 1:40 PM BASE PLATE AND ANCHOR BOLTS Project: Bank of America Descript: 16' Pylon Display, Sign Type A2 Ref: AISC Steel Design Guide Series 1 (1990), Column Base Plates Plate Design # of Base Plates= 1 Maximum Column Dimension, OD= 5.00 in, perpendicular to sign face Number of Bolts, n= 2 per line front and back Compressive Strength of Concrete, fc= 2,500 psi at 28 days Moment / Base Plate, M= 14,771 lb -ft Bolt Line Spacing, L= 9.00 in, from front to back Base Plate Dimensions: N= 13.00 in B= 13.00 in Tension per Bolt Line, T= 19,694 Ib, = M/L (simple moment couple) Maximum Moment on the Plate, Mpl= 39,388 lb -in, _ (T)((L- OD) /2) Plate Thickness w/o Gussets, t= 0.71 in, = Sqrt((6M)/(Fb B), 1/3 inc Anchor Bolt Design (using A36 threaded rod with embeded end nut) Tension per Anchor, Ta= 9,847 Ib, = T/n Req. Gross Area of Anchor Bolts, Ag= 0.39 sq in, = Ta \Ft, 1/3 inc Min. Diameter of Anchor Bolts, D= 0.70 in Actual Bolt Diameter to be Used= 1.000 in Req Proj Concrete Surface Area, Ap= 85 sq in, = Ta /(2 sgrt(fc)), 1/3 inc Req Embeded Bolt Length, L= 20.00 in, = sqrt(Ap/Pi), min 20D Min. Spacing to Edge of Concrete= 20.00 in Min. Spacing Between Bolts in a Line,s= 40.00 in, = 2L Actual Spacing Between Bolts in a Line, s= 9.00 in # of Overlaps= 1 Revised Ap Based on Overlap= 767.81 inA2 Actual Shear Capacity of Concrete Cone= 102,119 Ib, 1/3 inc OK Shear stress per bolt, fv= 442 psi, = Va /Ab Allowed Tension Stress with Shear, Ft= 25,456 psi, = 0.43Fu - 1.8fv, max Ft, 1/3 inc Actual Tension Stress per Bolt, ft= 12,538 psi, = Ta /Ab • OK Sign Engineering 3.1 (C) 1998 Young Electric Sign Company Pier Footing Reinforcing Steel Project: Bank of America, Sign Type A2 Reference: ACI 318 -95 Materials, Load Effects and Geometnt Specified compressive concrete strength= 2,500 psi l' minmum at 28 days. Yield strength of reinforcing steel= 60,000 psi Grade 60 Bending moment transferred to footing from support= 14,771 lb -ft Plan dimension of footing parallel to sign face= 3.50 ft Plan dimension of footing perpendicular to sign face= 3.50 ft Depth of footing= 4.50 ft Plain Concrete Stress Check Section modulus of plain concrete footing= 12,348 in Gross area. Calculated tensile stress in plain concrete 14.35 'psi Allowable tensile stress in plain concrete= 80.00 psi 1.6 (Pc) Temperature and Shrinkage Reinforcing Minimum temperature and shrinkage reinforcing ratio= 0.0018 Bar# Area (in Minimum reinforcing steel area required= 3.18 in 4 0.20 Rebar cage diameter= 30 in 5 0.31 Number of longitudinal bars= 8 6 0.44 Area of steel required per bar= 0.40 in 7 0.60 Bar size to use= 6 8 0.79 Actual longitudinal reinforcing provided =l 3.52 lin 9 1.00 Flexural Check on Equivalent Section Equivalent tensile reinforcing area for gross section= 1.76 in Using Whitney method based on diameter of rebar cage + 6 inches. Equivalent beam width= 35.34 in Equivalent beam depth= 28.80 in Equivalent depth to rebar= 24.45 in Factored nominal flexural strength of the equivalent beam =l 188 kip -ft Standard strength theory for tensile reinforced rectangular beams. Required strength of beam= 19 kip -ft 1.3 x service moment on footing. Surnrnanl Diameter of rebar cage centered on anchor bolts= 30 inches to center line of longitudinal bars. i Longitudinal bar size= 6 Number of equally spaced longitudinal bars= 8 Length of longitudinal bars= 48 inches, maintain standard 3" concrete cover. Tie bar size= 3 Number of horizontal ties= 5 equally spaced at 12" on center. Benjamin Jones, PE U11116111 U1-1111L6 JOB NAME BANK OF AM =RIGA LOCATION -1i 1n,q . City, OR - DATE "1/21/ 47." By 1:).R ii DESCRIPTION SIGN TYPE A2 JOB NO. BO1 SHT 9 OF . `�!- B8CDe c70 3/16,k i 10 a - 1 1.)5G SOmph G TELE IP 3/I6 1 r i 1 I PL I/2 x10 ,- x O' -IO AS I . ��_ _ Q' (2 RED) U II: ` n I I n ._.__.ii (4)1/2" DIA. - a_ I �,_ A325 BOLTS ' 1 ' A FL CONNECTION SCALE : I" = I' -O" 8 -3 / y F 3' -6" / 3" (.216) PIPE L I' -I" / A53B - PLIx13xI' -I 1 1 2 A36 / // I I" DIA. A36 I , N- O ANCHOR BO lih L --' � SEE ELEVATION) � 7. � 1 A.1 n 1 1 .:1 _ , 1 } n � I f Ns, „, _ I (8) :6 �� ` 2, -0" REINF. EARS m / / 3/I b (5) z3 — tu CI tu E.G TIE RINGS TELESCOPIC 3/16 m O /' T A5005 4 FOOTING PLAN UBG SO IL GLASS 4 I SCALE : I/2" = I' - SANDY -CLAY ASSUME. B IF SOIL CONDITIONS DIFFER, CONTACT GRAD ENGINEER ; II I� PIER FOOTING \J � /\,r.1 4 .: ._, \O l I . � f'c= 2,500 P si ®23 D AYS. , z v 18164 \ r 3" MIN. tY i=' li I I (4) I" DIA. ANCHOR BOLTS COVER 1 { ,1 F 10 (A36) 20" MIN. EMBEDMENT ' TYP. 1 w/ EMBEDDED END NUTS 0);:t.=.-ON c I (5) " ^6 GR.. 60 BARS s- : ! E , ti� , - _ r 4' -0" LONG `.% 1 I .1 t0'" ON 30" DIA. CIRCLE \ 3' -6" (5) « REINF. TIE RINGS 1 SQUARE j 30" DIA. g 12" O.G. I, 0 ELEVATION SCALE : 1/4" = I' -0"